JP2011174364A - Joint damper and structure of joint section - Google Patents
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Description
本発明は、木造住宅等の木造建築物に用いられる仕口ダンパ及び仕口部の構造に関する。 The present invention relates to a structure of a joint damper and a joint part used for a wooden building such as a wooden house.
従来、戸建木造住宅においては、耐震性を向上させるため、仕口部において柱材と横架材(土台や梁など)に補強用金物を固定し、剛性を高める構造とするのが一般的である。このような耐震型の補強用金物に対し、粘弾性体を配した構造とすることにより、地震の揺れを吸収・軽減し、建物の倒壊を防ぐ制振型の補強用金物(「制振金物」や「仕口ダンパ」とも呼ばれる)が提案されている。(例えば、特許文献1)。 Conventionally, in detached wooden houses, in order to improve earthquake resistance, it is common to have a structure that increases rigidity by fixing reinforcing hardware to pillars and horizontal members (such as foundations and beams) at the joint. It is. By adopting a structure with a viscoelastic body against such earthquake-resistant reinforcement hardware, vibration-damping reinforcement hardware that absorbs and reduces earthquake vibration and prevents building collapse ("damping hardware" ”And“ Mouth Damper ”have been proposed. (For example, patent document 1).
この特許文献1に記載の制振金物は、柱材のおもて面に固定される第一の鋼板と、この第一の鋼板よりも大きく横架台のおもて面に固定される第二の鋼板と、これらの鋼板間に配置される減衰材とを備え、これらが接着により一体構造となっている。この制振金物は、筋交いが設けられていないフレーム構造(オープンフレーム)に対しては剛性及び減衰性能ともに効果を発揮するものの、筋交いを設けたフレーム構造に対しては、制振効果が少ない。これは、筋交いの剛性と比較して制振金物の剛性が低いためと考えられる。 The damping metal article described in Patent Document 1 includes a first steel plate fixed to the front surface of the column member, and a second steel plate fixed to the front surface of the horizontal base larger than the first steel plate. Steel plates and damping materials arranged between these steel plates, and these have an integrated structure by bonding. This damping metal has an effect on both the rigidity and the damping performance for a frame structure (open frame) where no bracing is provided, but has a little damping effect for a frame structure provided with bracing. This is presumably because the rigidity of the damping metal is lower than that of the bracing.
また、特許文献1の明細書中に、第一の鋼板を筋交いのおもて面に固定し、第二の鋼板を柱材及び横架材のおもて面に固定するタイプの仕口ダンパも提案されているが、このタイプの仕口ダンパは、筋交いをたすき掛けに設ける場合、横架材どうしが交差している仕口部では使用できないなど、設置箇所が制限される。また、外壁や構造用合板などの外装材と干渉する課題もある。 In addition, in the specification of Patent Document 1, the first damper is fixed to the front surface of the bracing, and the second damper is fixed to the front surface of the column member and the horizontal member. However, when this type of joint damper is provided at the crossover, the installation location is limited, for example, it cannot be used at joints where the horizontal members cross each other. There is also a problem of interference with exterior materials such as outer walls and structural plywood.
そこで、上記課題を解決すべく、出願人は筋交いを設けた耐力壁の種々のフレーム構造に対しても、仕口部に設置可能であり、制振効果を発揮できる仕口ダンパを別途出願している(特願2008−184860号)。 Therefore, in order to solve the above-mentioned problems, the applicant has filed a separate application for a joint damper that can be installed in the joint even for various frame structures of bearing walls with braces, and can exhibit a vibration damping effect. (Japanese Patent Application No. 2008-184860).
特願2008−184860号(以下、先願という)に記載の仕口ダンパは、筋交いに固定具により固定可能な第一の高剛性部材と、柱材の側面と横架材の水平面とに固定具により固定可能な第二の高剛性部材と、前記第一と第二の高剛性部材の間に減衰材を配し、これらが一体に定着された仕口ダンパである。 The joint damper described in Japanese Patent Application No. 2008-184860 (hereinafter referred to as the prior application) is fixed to the first high-rigidity member that can be fixed to the bracing with a fixing member, the side surface of the column member, and the horizontal surface of the horizontal member. A joint damper in which a damping material is arranged between the second high-rigidity member that can be fixed by a tool and the first and second high-rigidity members and these are fixed integrally.
このように、先願の仕口ダンパは、木造フレームの内側に設置する構造であるため、筋交いがたすき掛けに設けられ横架材が交差するような仕口部においても設置でき、建物の揺れにより生じる力を吸収できる。 In this way, the joint damper of the prior application is a structure that is installed inside the wooden frame, so it can be installed even in joints where the braces are placed on the rack and the horizontal members cross each other. Can absorb the force generated by.
ここで、先願に記載の仕口ダンパは、第二の高剛性部材が柱材の側面及び横架材の水平面に固定具により固定されているが、一般的にネジなどの固定具はせん断方向の力に対して耐力が高いが、固定具の引っ張り方向(引き抜く方向)の力に対しては耐力が低い。つまり、通常木造建物においては、柱材と筋交いとが45度以内に構成されているため、筋
交いにかかる力は縦方向成分が大きくなり、横架材との固定部は柱材との固定部に比べて、剛性・耐力が低い。
Here, in the joint damper described in the prior application, the second high-rigidity member is fixed to the side surface of the column member and the horizontal surface of the horizontal member by a fixing tool. Although the yield strength is high with respect to the direction force, the yield strength is low with respect to the force in the pulling direction of the fixture (the pulling direction). In other words, in a normal wooden building, the pillar material and the bracing are configured within 45 degrees, so the force applied to the bracing has a large vertical component, and the fixed part with the horizontal member is the fixed part with the pillar. Compared with, rigidity and proof stress are low.
また、建築基準法によると、仕口ダンパと横架材及び柱材との固定については、使用できる固定具(ネジ)の合計数が明確に規定されている(例えば、5本や8本など)。 In addition, according to the Building Standards Law, the total number of fixtures (screws) that can be used is clearly defined (for example, 5 or 8) for fixing the joint damper to the horizontal member and column member. .
そこで、本発明は、先願の仕口ダンパの剛性・耐力をより向上すべく考案されたもので、筋交いを設けた耐力壁のフレーム構造に対して優れた制振効果を発揮するとともに設置箇所の制限が少なく、かつ、仕口部における固定具の合計数を変えずに筋交いの引っ張り方向の力に対し耐性があり、従来よりも剛性・耐力をより向上した仕口ダンパ及び仕口部の構造を提供することを目的とする。 Therefore, the present invention was devised in order to further improve the rigidity and proof strength of the joint damper of the prior application, and exhibits an excellent vibration damping effect on the frame structure of the load bearing wall provided with braces and the installation location. It is resistant to the force in the pulling direction of the brace without changing the total number of fasteners in the joint, and the rigidity of the joint damper and joint is improved more than before. The purpose is to provide a structure.
本発明の請求項1にかかる仕口ダンパは、横架材と柱材と筋交いとを有する木造軸組構造の仕口部において用いられる仕口ダンパであって、前記筋交いに固定具により固定される第一の高剛性部材と、粘弾性を有する減衰材と、前記柱材の側面に固定具により固定される一つの側辺部と前記減衰材を介して前記第一の高剛性部材に対向する対向部を有する第二の高剛性部材とを備え、これらが積層され一体に固着されていることを特徴とする。 A joint damper according to claim 1 of the present invention is a joint damper used in a joint portion of a wooden frame structure having a horizontal member, a column member, and a brace, and is fixed to the brace by a fixture. The first high-rigidity member, the damping material having viscoelasticity, the one side part fixed to the side surface of the column member by a fixing tool, and the first high-rigidity member facing the first high-rigidity member And a second high-rigidity member having a facing portion, which are laminated and fixed together.
この構成によれば、筋交いが設けられている耐力壁の木造フレームに対し、建物の揺れなどにより横方向から力が加わった場合、最も応力集中が生じる筋交いに作用する力を、減衰材が筋交いの圧縮方向や引張方向などにせん断変形することにより吸収することができる。つまり、建物が受ける地震や強風などの揺れによるエネルギーを、減衰材のせん断変形によって吸収し、建物の揺れを抑制することができる。 According to this configuration, when a force is applied from the lateral direction to the wooden frame of the load-bearing wall where the bracing is provided, the damping material braces the force that acts on the bracing that causes the most stress concentration. Can be absorbed by shear deformation in the compression direction or tension direction. That is, the energy caused by shaking such as an earthquake or strong wind received by the building can be absorbed by the shear deformation of the damping material, and the shaking of the building can be suppressed.
しかも、本発明の仕口ダンパは、木造フレームの内側に設置する構造であるため、横架材が交差するような仕口部においても設置することができ、設置箇所の制限が少なく、外壁や構造用合板などの外装材との干渉も回避することができる。 Moreover, since the joint damper of the present invention has a structure that is installed inside the wooden frame, it can be installed even in joints where horizontal members intersect, there are few restrictions on the installation location, and the outer wall and Interference with exterior materials such as structural plywood can also be avoided.
さらに、本発明の仕口ダンパは、柱材と筋交いのみに固定して取付けできるため、従来の仕口ダンパと異なり木造フレームの角隅以外、例えば角隅からやや上方に移動した位置などにも設置することができ、より設置箇所への制限が少ない。 Furthermore, since the joint damper of the present invention can be fixed and attached only to the brace and the brace, unlike the conventional joint damper, other than the corner of the wooden frame, for example, a position moved slightly upward from the corner. It can be installed and there are fewer restrictions on the installation location.
また、上記の通り、本発明の仕口ダンパは横架材とは固定せず、柱材と筋交いにのみ固定する構造であるため、従来の仕口ダンパにおいて横架材との固定に用いられていた固定具(数)を、柱材との固定に用いる固定具(数)にまわすことができ、全体の固定具数を変更することなく、当該仕口ダンパと柱材との固定に用いる固定具(数)を増加できる。なお、前述の通り、筋交いにかかる力は筋交いに沿って作用するため、縦方向成分が大きい。 Further, as described above, the joint damper according to the present invention is not fixed to the horizontal member, but is fixed only to the brace with the column member. Therefore, it is used for fixing the horizontal member in the conventional joint damper. The fixing tool (number) that has been used can be turned to the fixing tool (number) used for fixing to the pillar material, and used to fix the joint damper and the pillar material without changing the overall number of fixing tools. The number of fixtures (number) can be increased. As described above, since the force applied to the bracing acts along the bracing, the longitudinal component is large.
そうすると、従来、横架材との固定に用いられ引張方向の力に対抗していた固定具を、柱材の固定部分にかかるせん断方向の力に対抗するように用いることとできるため、全体として剛性及び耐力の向上が図れる。固定具としては、例えば釘やネジなどを用いることができる。これらは、いずれも引張方向(引き抜き方向)の力に弱く、せん断方向の力に強い(図14参照)。なお、図14中の矢印は、力の向きを示す。 Then, since it can be used so as to oppose the force in the shearing direction applied to the fixing part of the column material, the fixture that has been conventionally used to fix the horizontal member and counters the force in the tensile direction can be used as a whole. The rigidity and proof stress can be improved. For example, a nail or a screw can be used as the fixture. These are all weak against a force in the tensile direction (drawing direction) and strong against a force in the shear direction (see FIG. 14). In addition, the arrow in FIG. 14 shows the direction of force.
また、第一及び第二の高剛性部材としては、例えば鋼板や金属板、FRP等の合成樹脂板などを用いることができる。減衰材としては、例えば高減衰ゴム、ポリウレタンゴム、ブチルゴムなどを用いることができる。第一及び第二の高剛性部材と減衰材との定着は、例えば加硫接着や接着剤による固着などを用いることができる。 In addition, as the first and second high-rigidity members, for example, steel plates, metal plates, synthetic resin plates such as FRP, and the like can be used. As the damping material, for example, high damping rubber, polyurethane rubber, butyl rubber, or the like can be used. For fixing the first and second high-rigidity members and the damping material, for example, vulcanization adhesion or adhesion using an adhesive can be used.
ここで、高減衰ゴムとは、等価減衰定数heqが5〜40%、せん断弾性率Gが0.1〜2.0N/mm2
のゴムであり、高減衰ゴムを用いる場合には、好ましくは、等価減衰定数heqが15〜25%、せん断弾性率Gが0.3〜1.2N/mm2のものを用いるとよい。
Here, the high damping rubber means that the equivalent damping constant heq is 5 to 40% and the shear modulus G is 0.1 to 2.0 N / mm2.
When a high damping rubber is used, it is preferable to use a rubber having an equivalent damping constant heq of 15 to 25% and a shear elastic modulus G of 0.3 to 1.2 N / mm2.
なお、高減衰ゴムの原料ゴムとしては、特に特定されるものではないが、天然ゴムやIR、SBR、BR、EPDM、NBR、IIR等の合成ゴムから選ばれる1種以上の原料ゴムを使用できる。また、クマロン樹脂、カーボンブラック等の一般的に使用されているゴム薬品(ゴム補強材)を必要に応じて添加してもよい。 The raw rubber of the high damping rubber is not particularly specified, but one or more raw rubbers selected from natural rubber and synthetic rubbers such as IR, SBR, BR, EPDM, NBR, and IIR can be used. . Further, rubber chemicals (rubber reinforcing materials) generally used such as coumarone resin and carbon black may be added as necessary.
以上のように、減衰材は、ゴム組成物として特殊な原材料を使用するものではないため、安価に製造することができる。 As described above, since the damping material does not use a special raw material as the rubber composition, it can be manufactured at a low cost.
請求項2にかかる仕口ダンパは、前記対向部が、前記第一の高剛性部材よりも大きく形成され、前記対向部が前記減衰材を介して前記第一の高剛性部材と固着され、前記対向部の周縁と、前記第一の高剛性部材及び前記減衰材の周縁との間にクリアランスが形成されるように配置してもよい。 In the joint damper according to claim 2, the facing portion is formed larger than the first high-rigidity member, and the facing portion is fixed to the first high-rigidity member via the damping material, You may arrange | position so that a clearance may be formed between the periphery of an opposing part and the periphery of said 1st highly rigid member and said damping material.
この構成によれば、仕口部に設置した際、第二の高剛性部材の対向部周縁と、第一の高剛性部材及び減衰材との間にクリアランスが形成されるため、減衰材を、筋交いの圧縮及び引張りのいずれの方向にもせん断変形させることができる。したがって、地震などの揺れによるエネルギーを効率良く吸収し、建物の変形を抑え、揺れをより早期に止めることができる。 According to this configuration, when installed in the joint portion, a clearance is formed between the peripheral edge of the second high-rigidity member and the first high-rigidity member and the damping material. Shear deformation can be performed in any direction of bracing compression and tension. Therefore, it is possible to efficiently absorb energy due to shaking such as an earthquake, suppress deformation of the building, and stop shaking earlier.
請求項3にかかる仕口ダンパは、前記側辺部が前記対向部と直交し、前記第一の高剛性部材側と反対方向に突出して設けられていることが望ましい。 In the joint damper according to a third aspect of the present invention, it is preferable that the side portion is orthogonal to the facing portion and protrudes in a direction opposite to the first high-rigidity member side.
この構成によれば、通常の木造建物の仕口部においては柱材の側面と筋交いが直交しているため、一般的な木造建物の仕口部に対し制限を受けることなく設置可能である。なお、「前記側辺部が前記対向部と直交し」とは、例えば鋼板などを折り曲げることにより成形した断面略L字形のものを示す。 According to this structure, since the side of the column material is perpendicular to the side of the column in the joint portion of a normal wooden building, it can be installed without being limited to the joint portion of a general wooden building. Note that “the side portion is orthogonal to the facing portion” means a substantially L-shaped section formed by bending a steel plate or the like, for example.
請求項4にかかる仕口ダンパは、前記第一の高剛性部材に、その積層方向に貫通する複数の取付孔を設け、前記減衰材及び前記対向部に、貫通孔を前記取付孔に対応する位置に配し、前記側辺部に複数の取付孔を設けたことを特徴とする。 The joint damper according to claim 4 is provided with a plurality of mounting holes penetrating in the stacking direction in the first high-rigidity member, and the through holes correspond to the mounting holes in the damping material and the facing portion. It is arranged at a position, and a plurality of mounting holes are provided in the side portion.
この構成によれば、前記第一の高剛性部材をその積層方向に貫通する複数の取付孔を設け、前記第二の高剛性部材及び前記減衰材に該取付孔に対応する位置に貫通孔を設けているため、前記第二の高剛性部材側から貫通孔を通り取付孔を介して、前記第一の高剛性部材を前記筋交いに容易に固定できる。 According to this configuration, the plurality of mounting holes that penetrate the first high-rigidity member in the stacking direction are provided, and the second high-rigidity member and the damping material have through-holes at positions corresponding to the mounting holes. Since it is provided, the first high-rigidity member can be easily fixed to the brace through the attachment hole from the second high-rigidity member side through the through hole.
また、前記第一の高剛性部材の複数の取付孔を散在して設けることで、前記筋交いの種々の設置角度に応じて使用する取付孔を選択することができる。 Moreover, the attachment hole to be used can be selected according to the various installation angles of the bracing by providing the plurality of attachment holes of the first high-rigidity member in a scattered manner.
なお、通常、筋交いの設置角度(柱材と筋交いのなす角度)は45度以内であるため、それに対応できればよいため、前記第一の高剛性部材の左右いずれか一方の下方部分には取付孔を設けなくともよい。このように取付孔を減らせば、前記第一の高剛性部材自体の剛性を高めることもできる。前記第二の高剛性部材及び前記減衰材に設ける貫通孔についても同様である。 Normally, the bracing installation angle (the angle between the brace and the column material) is within 45 degrees, and it is only necessary to be able to cope with it. Therefore, either one of the left and right lower portions of the first high-rigidity member has a mounting hole. Need not be provided. If the mounting holes are reduced in this way, the rigidity of the first high-rigidity member itself can be increased. The same applies to the through holes provided in the second high-rigidity member and the damping material.
一方、前記第二の高剛性部材の側辺部には、複数の取付孔が設けられているため、ネジ等の固定具を用いて、柱材側面に容易に固定することができる。また、取付孔の数は、建築基準法により規定されており、仕口部における仕口ダンパと柱材及び横架材との固定に使用できる固定具数に対応した数以上を設けることとすればよい。 On the other hand, since a plurality of mounting holes are provided in the side portion of the second high-rigidity member, the second high-rigidity member can be easily fixed to the side surface of the column member using a fixing tool such as a screw. Also, the number of mounting holes is specified by the Building Standards Act, and it should be more than the number corresponding to the number of fixtures that can be used to fix the joint damper and the column and horizontal members at the joint. That's fine.
例えば、建築基準法で8本と規定されている場合、従来の仕口ダンパであれば柱材への取付孔が4個、横架材への取付孔が4個であるところ、本発明では前記側辺部に8個又はそれ以上の取付孔を設けることとすればよい。なお、前記側辺部自体の剛性との兼ね合いがあるため、あまりに多数の取付孔を設けることは好ましくない。 For example, when it is defined as 8 in the Building Standard Law, in the case of a conventional joint damper, there are 4 mounting holes for pillars and 4 mounting holes for horizontal members. What is necessary is just to provide 8 or more attachment holes in the said side part. Since there is a balance with the rigidity of the side portion itself, it is not preferable to provide too many mounting holes.
請求項5にかかる仕口ダンパは、請求項1〜4のいずれか1項に記載の仕口ダンパを前記仕口部に配置した状態において、前記横架材と前記筋交いとが固定されていないことを特徴とする。 The joint damper according to claim 5 is not fixed to the horizontal member and the brace in a state where the joint damper according to any one of claims 1 to 4 is disposed in the joint portion. It is characterized by that.
この構成によれば、通常横架材と筋交いとがネジやボルトなどで固定された構造が一般的であるところ、本発明の仕口ダンパを使用することで、これらを固定せずとも設置することができる。これにより、通常の横架材と筋交いとが固定された構造に比べ、仕口ダンパの減衰性を効かすことができ、建物の揺れを効果的に抑制することができる。 According to this configuration, a structure in which the horizontal member and the brace are usually fixed with screws, bolts, or the like is generally used, but by using the joint damper according to the present invention, it is installed without fixing them. be able to. Thereby, compared with the structure where the normal horizontal member and the brace were fixed, the damping property of a joint damper can be used and the shaking of a building can be suppressed effectively.
また、本発明の仕口ダンパは木造軸組構造に用いるものであるため、横架材と筋交いとをネジやボルトで固定すると、温度変化や湿度変化による木材の膨張・収縮によって固定部に負荷がかかる。さらに、このような負荷がかかるとネジやボルトまわりには応力が集中するため、木材の破損の原因にもなる。そこで、横架材と筋交いとを固定しない構造とすることで、木材の膨張・収縮に柔軟に対応できる上、ネジやボルトが必要ないためネジやボルトまわりへの応力集中もなく、固定部にかかる余分な負荷を抑制できる。ひいては、木材の長寿命化にも繋がる。 In addition, since the joint damper of the present invention is used for a wooden frame structure, if the horizontal member and the brace are fixed with screws or bolts, a load is applied to the fixed part due to expansion or contraction of the wood due to temperature change or humidity change. It takes. Furthermore, when such a load is applied, stress concentrates around the screw or bolt, which may cause damage to the wood. Therefore, by adopting a structure that does not fix the horizontal member to the brace, it can flexibly respond to the expansion and contraction of the wood, and since there is no need for screws or bolts, there is no stress concentration around the screws and bolts, and the fixed part Such an extra load can be suppressed. As a result, it will lead to longer life of wood.
請求項6にかかる仕口ダンパは、前記仕口ダンパを前記仕口部に配置した状態において、前記横架材と前記筋交いとの間に隙間が設けられていてもよい。 In the joint damper according to a sixth aspect, a gap may be provided between the horizontal member and the brace in a state where the joint damper is disposed in the joint portion.
請求項7にかかる仕口ダンパは、前記仕口ダンパを前記仕口部に配置した状態において、前記横架材と前記筋交いとが当接されていてもよい。 In the joint damper according to a seventh aspect, the horizontal member and the brace may be in contact with each other in a state where the joint damper is disposed in the joint portion.
これら構成によると、横架材と筋交いとの間に積極的に隙間を設けた構造とすれば、仕口ダンパの減衰性をより効かすことができるし、一方、横架材と筋交いとを当接させた構造とすれば、隙間を設けた場合よりも筋交いの圧縮方向への力に対して、仕口部の剛性を高めた構造とすることもできる。また、上部横架材(梁)と筋交いとの間に隙間を設け、下部横架材(土台)と筋交いとを当接した構造としてもよく、この場合は、上部で仕口ダンパの減衰性を効かし、下部で剛性を高めた構成となる。 According to these configurations, if a structure is provided in which a gap is positively provided between the horizontal member and the brace, the damping of the joint damper can be made more effective. If it is set as the structure contact | abutted, it can also be set as the structure which raised the rigidity of the joint part with respect to the force to the compression direction of bracing rather than the case where a clearance gap is provided. In addition, a structure may be adopted in which a gap is provided between the upper horizontal member (beam) and the brace and the lower horizontal member (base) and the brace are in contact with each other. It has a configuration with increased rigidity at the bottom.
請求項8にかかる仕口部の構造によれば、横架材と柱材と筋交いとを有する木造軸組構造の仕口部において、前記筋交いの端部に第一の高剛性部材が固定され、粘弾性を有する減衰材を介して前記第一の高剛性部材に対向する対向部とこの対向部に直交する一つの側辺部を有する第二の高剛性部材が、前記第一の高剛性部材と一体に固着され、前記側辺部が前記柱材の側面のみに固定されていることを特徴とする。 According to the structure of the joint portion according to claim 8, in the joint portion of the wooden frame structure having the horizontal member, the column member, and the brace, the first high-rigidity member is fixed to the end portion of the brace. The second high-rigidity member having a facing portion facing the first high-rigidity member via a damping material having viscoelasticity and one side portion orthogonal to the facing portion is the first high-rigidity member. It is fixed integrally with the member, and the side portion is fixed only to the side surface of the column member.
この構成によれば、前記請求項1の仕口ダンパを仕口部に設けた場合と同様、地震や強風などから建物が受ける揺れのエネルギーを、前記減衰材のせん断変形により吸収し、建物の変形を抑えて揺れを早期に止めることができる。 According to this configuration, as in the case where the joint damper according to claim 1 is provided in the joint portion, the energy of the vibration received by the building from an earthquake or strong wind is absorbed by the shear deformation of the damping material, and the building Deformation can be suppressed and shaking can be stopped early.
しかも、前記第二の高剛性部材を、前記柱材の側面及び前記横架材の水平面との間に固定具にて固定する構造であるため、前記横架材が交差する仕口部に対しても適用することができる。また、この仕口部の構造によれば、外壁や構造用合板などの外装材を施工する際、前記第二高剛性部材との干渉を避けることができる。 In addition, since the second high-rigidity member is structured to be fixed by a fixture between the side surface of the column member and the horizontal surface of the horizontal member, the joint portion where the horizontal member intersects is provided. Even can be applied. Moreover, according to the structure of this joint part, when constructing exterior materials, such as an outer wall and a structural plywood, interference with said 2nd highly rigid member can be avoided.
さらには、従来の仕口ダンパと比較して、筋交いに作用する力に対して高い剛性と耐力を有するため、より制振効果が高い。 Furthermore, compared with the conventional joint damper, since it has high rigidity and proof strength with respect to the force which acts on bracing, the damping effect is higher.
なお、この仕口ダンパの構造は、例えば、前記筋交いの引張方向にのみダンパ効果を発揮する構造にしたり、引張り方向及び圧縮方向の両方にダンパ効果を発揮する構造にしたりすることもできる。 In addition, the structure of this joint damper can also be made into the structure which exhibits a damper effect only in the said pulling direction of a bracing, or can be made into the structure which exhibits a damper effect in both a tension direction and a compression direction, for example.
請求項9にかかる仕口部の構造によれば、前記柱材の側面と、前記筋交いの端部及び前記第一の高剛性部材並びに前記減衰材との間に隙間が形成されている構造とすることが望ましい。 According to the structure of the joint portion according to claim 9, a structure is formed in which a gap is formed between the side surface of the pillar material, the end portion of the brace, the first high-rigidity member, and the damping material. It is desirable to do.
この構成によれば、前記請求項2の仕口ダンパを仕口部に設けた場合と同様、前記減衰材が、前記筋交いの圧縮及び引張りのいずれの方向にもせん断変形できるようになり、地震などの揺れによるエネルギーを効率良く吸収し、建物の変形を抑え、揺れをより早期に止めることができる。 According to this configuration, as in the case where the joint damper according to claim 2 is provided in the joint portion, the damping material can be shear-deformed in both the compression and tension directions of the bracing, It can efficiently absorb the energy generated by shaking such as suppressing the deformation of the building and stopping the shaking earlier.
請求項10にかかる仕口部の構造は、前記横架材と前記筋交いとが固定されていないことを特徴とする。 The structure of the joint part according to claim 10 is characterized in that the horizontal member and the brace are not fixed.
請求項11にかかる仕口部の構造は、前記横架材と前記筋交いとの間に隙間が設けられていてもよい。 In the structure of the joint portion according to an eleventh aspect, a gap may be provided between the horizontal member and the brace.
請求項12にかかる仕口部の構造は、前記横架材と前記筋交いとが当接されていてもよい。 In the structure of the joint portion according to claim 12, the horizontal member and the brace may be in contact with each other.
本発明にかかる仕口ダンパ及び仕口部の構造によれば、建物の揺れを緩やかに、かつ早期に止めることができるため、建物の倒壊を効果的に防ぐことができる。しかも、仕口部の構造によらず設置可能であるため、新築であるか否かに関わらず設置でき、仕口部の補強が容易に行え、かつ外壁や構造用合板などの外装材と干渉しないため外壁の施工が容易になる。さらに、減衰材のせん断変形を拘束しない構造にすれば、揺れのエネルギーをより効率良く吸収し、大きな地震等にも強い木造建築物の構築が可能になる。 According to the structure of the joint damper and the joint part according to the present invention, the shaking of the building can be stopped slowly and quickly, so that the collapse of the building can be effectively prevented. Moreover, because it can be installed regardless of the structure of the joint, it can be installed regardless of whether it is a new construction, the joint can be easily reinforced, and it interferes with exterior materials such as outer walls and structural plywood. This makes it easier to construct the outer wall. Furthermore, if a structure that does not restrain the shear deformation of the damping material is used, it is possible to absorb the energy of shaking more efficiently and to construct a wooden building that is resistant to a large earthquake or the like.
また、本発明の仕口ダンパは、横架材には固定せず、柱材側面と筋交いにのみ固定する
構造であるため、従来横架材との固定に使用されていた固定具(数)を柱材側面との固定に使用できるため、筋交いに主に作用する引張り方向の力に対して耐力が向上し、剛性が上がり、制振効果を高めることができる。
In addition, since the joint damper of the present invention has a structure that is not fixed to the horizontal member but is fixed only to the side of the column member, it has been used to fix the horizontal member in the past (number) Can be used for fixing to the side surface of the column member, so that the proof stress is improved against the force in the pulling direction that mainly acts on the bracing, the rigidity is increased, and the damping effect can be enhanced.
本発明にかかる仕口ダンパ及び仕口部の構造の実施形態について、図1〜図10を用いて説明する。 Embodiments of the structure of the joint damper and joint part according to the present invention will be described with reference to FIGS.
[仕口ダンパの構成]
図1は本発明にかかる仕口ダンパの構成を示す図である。図1において、仕口ダンパ1は、鋼板からなる第一の高剛性部材2と第二の高剛性部材3との間に、粘弾性を有する高減衰ゴムからなる板状の減衰材4を挟み込み、加硫接着によって一体に定着したものである。
[Composition of joint damper]
FIG. 1 is a diagram showing the configuration of a joint damper according to the present invention. In FIG. 1, the joint damper 1 sandwiches a plate-like damping material 4 made of high-damping rubber having viscoelasticity between a first high-rigidity member 2 made of a steel plate and a second high-rigidity member 3. , Fixed integrally by vulcanization adhesion.
第一の高剛性部材2は、四隅に面取り加工を施した略正方形状に形成されている。第二の高剛性部材3は、第一の高剛性部材2よりも一回り大きい略正方形状の対向部3aと、対向部3aの四辺のうち一辺縁部に端部をL型に屈曲させた側辺部3bとにより形成されている。側辺部3bには、取付孔3cが8個設けられ、略M字形に所定の間隔で配置されている。一方、減衰材4は、第一の高剛性部材2よりもやや小さい略正方形状に形成され
ている。
The first high-rigidity member 2 is formed in a substantially square shape having chamfered corners. The second high-rigidity member 3 has a substantially square-shaped facing portion 3a that is slightly larger than the first high-rigidity member 2, and has an end bent to an L-shape at one edge of the four sides of the facing portion 3a. It is formed by the side part 3b. Eight mounting holes 3c are provided in the side portion 3b, and are arranged in a substantially M shape at a predetermined interval. On the other hand, the damping material 4 is formed in a substantially square shape that is slightly smaller than the first high-rigidity member 2.
そして、第一の高剛性部材2と減衰材4と第二の高剛性部材3の対向部3aとを順に、それぞれの中心を一致させた状態で積層し、加硫接着により一体に定着している。また、一体化する際、第一の高剛性部材2及び減衰材4は第二の高剛性部材3に対して、積層方向(正面方向)から見て、第二の高剛性部材3の対向部3aの周縁と、第一の高剛性部材2及び減衰材4との間にクリアランスが形成されるように定着されている。 Then, the first high-rigidity member 2, the damping material 4, and the opposing portion 3 a of the second high-rigidity member 3 are sequentially laminated with their centers aligned, and are fixed together by vulcanization adhesion. Yes. When integrated, the first high-rigidity member 2 and the damping member 4 are opposed to the second high-rigidity member 3 as opposed to the second high-rigidity member 3 when viewed from the stacking direction (front direction). It is fixed so that a clearance is formed between the peripheral edge of 3a and the first high-rigidity member 2 and the damping material 4.
このように構成されている仕口ダンパ1は、厚み方向に貫通する複数の取付孔1zが設けられている。これら取付孔1zは、第一の高剛性部材2に設けられた取付孔2zと、第二の高剛性部材3の対向部3aと減衰材4とにそれぞれ設けられた複数の貫通孔3z、4zを、加硫接着の際に貫通孔の配置を一致させることにより構成したもので、第二の高剛性部材3及び減衰材4の貫通孔3z,4zは、第一の高剛性部材2の取付孔2zよりもやや大径になっており、取付孔2zにはネジ止めのための座ぐりが設けられている(第5図(a)参照)。 The joint damper 1 configured in this manner is provided with a plurality of mounting holes 1z penetrating in the thickness direction. These mounting holes 1z are a plurality of through-holes 3z, 4z provided in the mounting hole 2z provided in the first high-rigidity member 2, and the facing portion 3a of the second high-rigidity member 3 and the damping material 4, respectively. The through holes 3z and 4z of the second high-rigidity member 3 and the damping material 4 are attached to the first high-rigidity member 2. The diameter is slightly larger than the hole 2z, and the mounting hole 2z is provided with a counterbore for screwing (see FIG. 5 (a)).
なお、取付孔1zは、筋交いの様々な設置角度に対応できるよう、例えば側辺部3b側から、5個、3個、1個の順で略三角形状様に所定の間隔をあけて設けられている。このように取付孔1zを配置することで、筋交いの設置角度に合わせて、取付孔1zを適宜選択できるようになっている(第5図(b)参照)。 The mounting holes 1z are provided at predetermined intervals in a substantially triangular shape in the order of five, three, and one from the side portion 3b side, for example, so as to correspond to various installation angles of bracing. ing. By arranging the mounting holes 1z in this way, the mounting holes 1z can be appropriately selected according to the installation angle of the braces (see FIG. 5 (b)).
[仕口ダンパの設置方法1]
次に、この仕口ダンパ1を木造フレーム仕口部へ設置する設置方法の説明を行う。
図2は木造建築物の耐力壁となる木造フレームF(片筋交いの軸組)の斜視図であり、図3は図2においてAで示した仕口部10の部分拡大図、図4は仕口部10を図3と逆方向から見た斜視図であり、図5(a)は図2におけるX方向断面図である。符号11は柱材、符号12は土台、符号13は筋交い、符号14は基礎を示している。
[Installation method 1 of joint damper]
Next, an installation method for installing the joint damper 1 in the wooden frame joint will be described.
FIG. 2 is a perspective view of a wooden frame F (one-line crossed shaft) serving as a load-bearing wall of a wooden building, FIG. 3 is a partially enlarged view of the joint portion 10 indicated by A in FIG. 2, and FIG. It is the perspective view which looked at the opening | mouth part 10 from the reverse direction to FIG. 3, and FIG. 5 (a) is X direction sectional drawing in FIG. Reference numeral 11 denotes a pillar material, reference numeral 12 denotes a base, reference numeral 13 denotes a brace, and reference numeral 14 denotes a foundation.
筋交い13は、柱材11及び土台12との間に隙間C1が生じるように、両端部を切断し長さを短縮している。下方の仕口部10において、第一の高剛性部材2を筋交い13の下方端部に当接させるとともに、第二の高剛性部材3の側辺部3bを柱材11の側面11aに当接させた状態で配置する。そして、側辺部3bの取付孔3yに木ねじ5をねじ込み、側辺部3bを柱材11に固定し、仕口ダンパ1の厚み方向に貫通している取付孔1zのうち、筋交い13に対向している取付孔1zに、第二の高剛性部材3側から木ねじ5をねじ込み、第一の高剛性部材2を筋交い13に固定する。 The brace 13 is shortened by cutting both ends so that a gap C <b> 1 is formed between the pillar material 11 and the base 12. In the lower joint portion 10, the first high-rigidity member 2 is brought into contact with the lower end portion of the brace 13, and the side portion 3 b of the second high-rigidity member 3 is brought into contact with the side surface 11 a of the column member 11. Arrange in the state of letting. Then, the wood screw 5 is screwed into the mounting hole 3y of the side portion 3b, the side portion 3b is fixed to the pillar 11, and the mounting hole 1z penetrating in the thickness direction of the joint damper 1 faces the brace 13. The wood screw 5 is screwed into the mounting hole 1z from the second high-rigidity member 3 side, and the first high-rigidity member 2 is fixed to the bracing 13.
このようにして仕口ダンパ1を仕口部10に設置すれば、筋交い13の下方端部と柱材11の側面11a及び土台12の上面12aとの間に隙間C1が形成された状態で、筋交い13と柱材11及び土台12とが仕口ダンパ1を介して結合された状態になる。同様に上方の仕口部においても筋交い13の上方端部に仕口ダンパ1を設置する。 If the joint damper 1 is installed in the joint portion 10 in this manner, a gap C1 is formed between the lower end of the brace 13 and the side surface 11a of the column member 11 and the upper surface 12a of the base 12, The brace 13, the column material 11, and the base 12 are connected via the joint damper 1. Similarly, in the upper joint portion, the joint damper 1 is installed at the upper end of the brace 13.
[仕口ダンパ設置の作用効果]
この木造建築物が地震などによる揺れを受け、木造フレームFに横方向(水平方向)の揺れ(力)が発生すると、木造フレームFの変形に伴って筋交い13に圧縮方向及び引張り方向の力が交互に作用する。そうすると、筋交い13に固定された仕口ダンパ1の減衰材4が、筋交い13の圧縮方向あるいは引張り方向に作用する力に応じてせん断変形することにより、木造フレームFにかかる地震等のエネルギーを効率良く吸収し、揺れを抑える。こうして、建物の揺れを効果的に抑えることによって、早期に揺れを止めることができるため、建物の倒壊を防止・抑制することができる。
[Effects of installing a joint damper]
When this wooden building is shaken by an earthquake or the like and a horizontal (horizontal) vibration (force) is generated in the wooden frame F, the compressive and tensile forces are applied to the braces 13 along with the deformation of the wooden frame F. Acts alternately. Then, the damping material 4 of the joint damper 1 fixed to the brace 13 is subjected to shear deformation in accordance with the force acting in the compression direction or the pulling direction of the brace 13, thereby efficiently using energy such as earthquake applied to the wooden frame F. Absorb well and suppress shaking. Thus, by effectively suppressing the shaking of the building, the shaking can be stopped at an early stage, so that the building can be prevented from being collapsed.
さらに、仕口ダンパ1は、木造フレームFの内側に設置されるため、土台12が交差している仕口部10にも設置することができ、設置箇所の制限を受けることがない。つまり、筋交い13をたすき掛けに設けた木造フレームFに対しても、各筋交い13に仕口ダンパ1を設置し、制振性能の向上を図ることができ、また、仕口ダンパ1の設置数によって建築物の剛性や減衰量などの調整を容易に行うことができる。 Furthermore, since the joint damper 1 is installed inside the wooden frame F, the joint damper 1 can be installed in the joint part 10 where the base 12 intersects, and the installation location is not limited. That is, it is possible to improve the vibration damping performance by installing the joint damper 1 in each brace 13 for the wooden frame F provided with the brace 13 as a rack, and the number of joint dampers 1 installed. This makes it easy to adjust the rigidity and attenuation of the building.
このように、仕口ダンパ1は木造フレームFの内側に設置されるため、外壁や構造用合板などの外装材に干渉せず、外装材の施工を容易に行うことができる。 Thus, since the joint damper 1 is installed inside the wooden frame F, the exterior material can be easily constructed without interfering with the exterior material such as the outer wall or the structural plywood.
[本発明の仕口ダンパと比較例の仕口ダンパを設置した場合の制振効果試験]
ここで、本発明の仕口ダンパ1を設置した場合と比較例の仕口ダンパ101(図15参照)を設置した場合とのそれぞれの制振効果について、試験装置を用い試験した。以下、試験装置の詳細及び試験結果について、図11〜図13により説明する。
[Damping effect test when the joint damper of the present invention and the joint damper of the comparative example are installed]
Here, a test apparatus was used to test the vibration damping effects when the joint damper 1 of the present invention was installed and when the joint damper 101 (see FIG. 15) of the comparative example was installed. Hereinafter, details of the test apparatus and test results will be described with reference to FIGS.
図11に示す通り、試験装置は土台(Sill)112と梁(Beam)115と柱材(Post)111×2と、筋交い(Brace)113を斜めに1本配した木造フレームを用い、筋交い113両
端部に仕口ダンパを設置する。そして、土台112を固定し、梁115にはライナーガイド116を装着して横方向に滑動可能とし、梁115の右側からオイルジャッキ117をピストンさせ圧縮方向と引張り方向と交互に横方向荷重を負荷し、この荷重を徐々に増加させていく。
As shown in FIG. 11, the test apparatus uses a wooden frame in which a base 112 (Sill), a beam (Beam) 115, a pillar (Post) 111 × 2, and a brace 113 is diagonally arranged, and the bracing 113 Install joint dampers at both ends. Then, the base 112 is fixed, and a liner guide 116 is attached to the beam 115 so as to be slidable in the lateral direction. The oil jack 117 is pistoned from the right side of the beam 115 to apply a lateral load alternately between the compression direction and the tension direction. Then, this load is gradually increased.
また、柱材111及び土台112は日本杉を使った105mm×105mmの角材、梁115は米松を使った180mm×105mmの角材、筋交い113はカナダツガを使った90mm×45mmの角材を用いて、高さ2730mm×横幅910mmの木造フレームとした。なお、本試験においては、柱材111と筋交い113は当接させ、土台112(梁115)と筋交い113端部にはそれぞれ20mmのクリアランスを設け、仕口ダンパ1(101)を筋交い113の両端部に設置する。 In addition, the pillar material 111 and the base 112 are 105 mm × 105 mm square material using Japanese cedar, the beam 115 is 180 mm × 105 mm square material using rice pine, and the bracing 113 is 90 mm × 45 mm square material using Canadian Tsuga. A wooden frame with a width of 2730 mm and a width of 910 mm was used. In this test, the column member 111 and the bracing 113 are brought into contact with each other, a clearance of 20 mm is provided at each end of the base 112 (beam 115) and the bracing 113, and the joint damper 1 (101) is provided at both ends of the bracing 113. Install in the department.
一方、試験に用いる仕口ダンパ1(101)については、第一の高剛性部材2(102)及び第二の高剛性部材3(103)に厚さ5mmの鋼板を用い、減衰材4(104)に厚
さ5mmの高減衰ゴム(剛性率G=0.8N/mm2/等価減衰定数Heq=22.9%/せん断ひずみ破壊率Eb=600%over)を用いた。仕口ダンパ1(101)の寸法は双方ともに、対向部3a(103a)を120mm×120mmとし、側辺部3b(固定部103b・103b’)を120mm×35mmとした。仕口ダンパと木材との固定具として、木ねじ(φ=5mm/L=45mm)を使用した。
On the other hand, for the joint damper 1 (101) used in the test, a steel plate having a thickness of 5 mm is used for the first high-rigidity member 2 (102) and the second high-rigidity member 3 (103), and the damping material 4 (104 ) Was used a high-damping rubber with a thickness of 5 mm (rigidity G = 0.8 N / mm2 / equivalent damping constant Heq = 22.9% / shear strain failure rate Eb = 600% over). In both dimensions of the joint damper 1 (101), the facing portion 3a (103a) is 120 mm × 120 mm, and the side portions 3b (fixed portions 103b and 103b ′) are 120 mm × 35 mm. Wood screws (φ = 5mm / L = 45mm) were used as fixtures for the joint damper and wood.
なお、比較例の仕口ダンパ101は、柱材と横架材(土台又は梁)と筋交いの3箇所で固定する仕口ダンパであり、柱材111との固定に4本、土台112(梁115)との固定に4本、筋交い113との固定に6本の木ねじを使用した。 Note that the joint damper 101 of the comparative example is a joint damper that is fixed at three positions where the pillar material and the horizontal member (base or beam) are in close contact with each other, and is fixed to the pillar material 111 with four bases 112 (beams). 115) and four wood screws were used for fixing to the brace 113.
一方、本発明の仕口ダンパ1は、柱材111との固定に8本、筋交い113との固定に6本の木ねじを使用した。いずれの仕口ダンパにおいても、1つの仕口ダンパにつき、木ねじを合計14本使用した。 On the other hand, the joint damper 1 of the present invention uses eight wood screws for fixing to the column member 111 and six wood screws for fixing to the brace 113. In any joint damper, a total of 14 wood screws were used for each joint damper.
この試験装置により、横方向荷重(荷重:kN)と梁の横方向変位(頂部水平変位:mm)との関係、及び横方向荷重(荷重:kN)と角度変位(真の層間変形角:*103rad)との関
係を導き、本発明の仕口ダンパ1と比較例の仕口ダンパ101との効果を比較する。ここで角度変位とは、梁の横方向変位を柱材の高さで割った値である(梁の横方向変位は柱材高さに比べ微少であるため、tan((梁の横方向変位)/(柱材高さ))を角度変位に近
似できる。)
With this test equipment, the relationship between the lateral load (load: kN) and the lateral displacement of the beam (top horizontal displacement: mm), and the lateral load (load: kN) and angular displacement (true interlayer deformation angle: * The effect of the joint damper 1 of the present invention and the joint damper 101 of the comparative example is compared. Here, the angular displacement is a value obtained by dividing the lateral displacement of the beam by the height of the column (the lateral displacement of the beam is very small compared to the height of the column, so tan ((the lateral displacement of the beam ) / (Column height)) can be approximated by angular displacement.)
[制振効果試験結果]
以上の試験により、次の結果が得られた。図12(a)は本発明の仕口ダンパ1を設置した場合の荷重と頂部水平変位の関係を示すグラフであり、図12(b)は従来の仕口ダンパ101を設置した場合の同グラフである。図13(a)は頂部水平変位が約−60mm〜60mmにおける上記2つのグラフを重ね合わせた比較図である。図13(b)は本発明の仕口ダンパ1を設置した場合と比較例の仕口ダンパ101を設置した場合とを比較した、荷重と真の層間変形角との関係を示す比較図である。
[Results of vibration suppression test]
The following results were obtained by the above test. 12A is a graph showing the relationship between the load and the top horizontal displacement when the joint damper 1 of the present invention is installed, and FIG. 12B is the same graph when the conventional joint damper 101 is installed. It is. FIG. 13A is a comparative view in which the above two graphs are overlapped when the top horizontal displacement is about −60 mm to 60 mm. FIG. 13B is a comparative diagram showing the relationship between the load and the true interlayer deformation angle, comparing the case where the joint damper 1 of the present invention is installed and the case where the joint damper 101 of the comparative example is installed. .
1.図12及び図13(a)より、荷重1kNを負荷した時、比較例の仕口ダンパは本発明の仕口ダンパを設置した場合に比べ、約1.7倍程度も頂部が変位していることがわかる。 1. From FIG. 12 and FIG. 13 (a), when a load of 1 kN is applied, the top of the comparative damper is displaced about 1.7 times compared to the case where the joint damper of the present invention is installed. I understand that.
2.図13(b)より、荷重2kNを負荷した時、比較例の仕口ダンパは本発明の仕口ダンパを設置した場合に比べ、約2倍程度も角度変位があることがわかる。 2. From FIG. 13B, it can be seen that when a load of 2 kN is applied, the joint damper of the comparative example has an angular displacement of about twice as much as when the joint damper of the present invention is installed.
以上から、同荷重を負荷した時、本発明の仕口ダンパを設置した場合、比較例の仕口ダンパを設置した場合に比べ、木造フレームの変形量を抑える効果が大きい。つまり、本発明の仕口ダンパは、比較例の仕口ダンパと比べ、より大きな力を吸収して揺れを抑えることができ、制振効果が非常に高いことがわかった。 As described above, when the joint damper of the present invention is installed when the same load is applied, the effect of suppressing the deformation amount of the wooden frame is greater than when the joint damper of the comparative example is installed. That is, it has been found that the joint damper of the present invention can absorb a larger force and suppress shaking, and has a very high vibration damping effect as compared with the joint damper of the comparative example.
[仕口ダンパの設置方法2]
次に、前記設置方法1とは別の構造の木造フレームに設置する場合について説明する。前記設置方法1においては、柱材11と土台12とが交差する仕口部10に仕口ダンパ1を設置した例であるが、図6に示すように、柱材11と梁15とが交差する仕口部15に設置することも可能である。なお、図6の符号は、図2と同一又は対応する構成については同一のものを用いており、説明は重複を避けるため省略する。以下、符号について図7〜図10においても同様とする。
[How to install a joint damper 2]
Next, the case where it installs in the wooden frame of the structure different from the said installation method 1 is demonstrated. The installation method 1 is an example in which the joint damper 1 is installed in the joint portion 10 where the pillar material 11 and the base 12 intersect. As shown in FIG. 6, the pillar material 11 and the beam 15 intersect. It is also possible to install in the joint part 15 to be performed. Note that the same reference numerals in FIG. 6 denote the same or corresponding components as those in FIG. 2, and a description thereof will be omitted to avoid duplication. The same applies to the reference numerals in FIGS.
図7に示すように、筋交い13を柱材11の側面11aに端部が当接するように配置して、仕口ダンパ1を取り付けることもできる。仕口部10をこのような構造にすれば、木造フレームFが横方向から力を受けて、筋交い13に圧縮力が働くときは、筋交い13が圧縮材となり突っ張ることにより、横方向からの力に抵抗する。一方、筋交い13に引張力が働くときは、仕口ダンパ1の減衰材4が筋交い13の引張り方向にせん断変形することにより、作用する力のエネルギーを吸収して木造フレームFの揺れを抑えることができる。 As shown in FIG. 7, the bracing damper 1 can also be attached by arranging the bracing 13 so that the end abuts against the side surface 11 a of the column member 11. If the joint portion 10 has such a structure, when the wooden frame F receives a force from the lateral direction and a compressive force acts on the brace 13, the brace 13 becomes a compression material and stretches, thereby causing a lateral force. Resist. On the other hand, when a tensile force acts on the brace 13, the damping material 4 of the joint damper 1 shears and deforms in the pulling direction of the brace 13, thereby absorbing the energy of the acting force and suppressing the swing of the wooden frame F. Can do.
[仕口ダンパの設置方法3]
また、前記設置方法1および2とは別の構造で設置する場合について説明する。前記設置方法1、2においては、筋交い13の両端部と、土台12および梁15との間に隙間C1を設けて仕口ダンパ1を取り付けた例であるが、図16〜図18に示す設置方法3では、筋交い13の両端部と、土台12および梁15とを当接するように仕口ダンパ1を取り付けた例である。
[Installation method 3 of joint damper]
Further, a case where the installation method is different from the installation methods 1 and 2 will be described. The installation methods 1 and 2 are examples in which the joint damper 1 is attached by providing a gap C1 between the both ends of the brace 13 and the base 12 and the beam 15, but the installation shown in FIGS. Method 3 is an example in which the joint damper 1 is attached so that both ends of the brace 13 abut the base 12 and the beam 15.
仕口部Bを拡大した図17、図18に示すように、土台(横架材)12の上面12aおよび梁(横架材)15の下面15aに筋交い13の端部が当接するように配置して、仕口ダンパ1を取り付ける。仕口部10’をこのような構造にすれば、木造フレームFが縦方向から力を受けて筋交い13に圧縮力が働くときにも、筋交い13が圧縮材となり突っ張ることにより、縦方向からの力に抵抗する。一方、筋交い13に引張力が働くときは、仕口ダンパ1の減衰材4が筋交い13の引張り方向にせん断変形することにより、作用する力のエネルギーを吸収して木造フレームFの揺れを抑えることができる。これにより剛性の高い木造フレームに構成することができる。また、本設置方法3においては、さらに筋交い13の端部と柱材11の側面11aとも当接させているため、横方向からの圧縮力に対しても抵抗力が高い。なお、筋交い13と土台12および梁15ならびに柱材11とは固定しない。 As shown in FIGS. 17 and 18 in which the joint B is enlarged, the end of the brace 13 is in contact with the upper surface 12a of the base (horizontal member) 12 and the lower surface 15a of the beam (horizontal member) 15. Then, the joint damper 1 is attached. If the joint portion 10 ′ has such a structure, even when the wooden frame F receives a force from the vertical direction and a compressive force acts on the brace 13, the brace 13 becomes a compression material and stretches, so that Resist the force. On the other hand, when a tensile force acts on the brace 13, the damping material 4 of the joint damper 1 shears and deforms in the pulling direction of the brace 13, thereby absorbing the energy of the acting force and suppressing the swing of the wooden frame F. Can do. Thereby, it can comprise in a rigid wooden frame. Moreover, in this installation method 3, since the end part of the brace 13 and the side surface 11a of the column member 11 are also brought into contact with each other, the resistance force is high against the compressive force from the lateral direction. Note that the brace 13, the base 12, the beam 15, and the column member 11 are not fixed.
また、この場合の制振効果を確認するため、図11に示す試験装置を用いて制振試験を行った。その結果を図19に示す。図19は、筋交い13と土台12および梁15ならびに柱材11との間に隙間C1を設けた設置方法1の場合と、隙間C1を設けず当接させた設置方法3とにおける制振効果の試験結果を比較したグラフである。図19から、隙間無しの場合は隙間ありの場合と比較し、同一荷重における頂部水平変位が小さいことがわかる。したがって、隙間なしとすれば剛性が高まることが確認できた。 Further, in order to confirm the vibration damping effect in this case, a vibration damping test was performed using the test apparatus shown in FIG. The result is shown in FIG. FIG. 19 shows the vibration damping effect in the installation method 1 in which the gap C1 is provided between the brace 13 and the base 12, the beam 15, and the column member 11, and in the installation method 3 in which the gap C1 is not provided. It is the graph which compared the test result. From FIG. 19, it can be seen that when there is no gap, the top horizontal displacement at the same load is smaller than when there is a gap. Therefore, it was confirmed that the rigidity increases if there is no gap.
[仕口ダンパの設置方法4]
図7に示した仕口ダンパ1の構造を、図8に示すような筋交い13’、13”をたすき掛けした耐力壁にも採用することもでき、優れた制振性能を持たせることができる。
[Installation method 4 of joint damper]
The structure of the joint damper 1 shown in FIG. 7 can also be adopted for a load bearing wall overlaid with braces 13 ′ and 13 ″ as shown in FIG. 8, and can have excellent vibration damping performance. .
つまり、木造フレームFに右方向からの力が作用した場合、一方の筋交い13’に圧縮力が生じるとともに、もう一方の筋交い13”に引張力が生じる。すると、筋交い13’は圧縮材として作用し、突っ張って力に抵抗する。一方、筋交い13”に生じた引張力は、その両端にそれぞれ設置されている仕口ダンパ1の減衰材4のせん断変形により緩和される。 That is, when a force from the right direction is applied to the wooden frame F, a compressive force is generated in one brace 13 'and a tensile force is generated in the other brace 13 ". Then, the brace 13' acts as a compression material. On the other hand, the tensile force generated in the bracing 13 ″ is alleviated by the shear deformation of the damping material 4 of the joint damper 1 installed at both ends thereof.
これとは逆に、木造フレームFに左方向から力が作用した場合は、筋交い13”が圧縮材として作用し、突っ張って力に抵抗する。一方、筋交い13’に生じる引張力は、その両端にそれぞれ設置されている仕口ダンパ1の減衰材4のせん断変形によって緩和される。 On the contrary, when a force is applied to the wooden frame F from the left direction, the brace 13 "acts as a compression material, and stretches and resists the force. On the other hand, the tensile force generated on the brace 13 ' Are alleviated by the shear deformation of the damping material 4 of the joint damper 1 installed in each.
このように、筋交い13’、13”の一方が、外力に対して突っ張って抵抗し、これと同時に他方が減衰材4のせん断変形によって外力のエネルギーを吸収することができるため、揺れを効率良く減衰し早期に止めることができる。 In this way, one of the braces 13 ′ and 13 ″ is stretched and resisted against the external force, and at the same time, the other can absorb the energy of the external force by the shear deformation of the damping member 4, so that the shaking can be efficiently performed. It can decay and stop early.
図7に示した仕口部10の構造において、図9に示す仕口ダンパ1’を採用することもできる。図9(a)は仕口ダンパ1’の正面図を示し、図9(b)は同側面図、図9(c)は同底面図を示す。さらに、仕口ダンパ1’を設置した仕口部10の斜視図を図10に示す。なお、図1の仕口ダンパ1と同一又は対応するものには同じ符号を付して表している。 In the structure of the joint portion 10 shown in FIG. 7, the joint damper 1 'shown in FIG. 9 may be employed. FIG. 9A shows a front view of the joint damper 1 ′, FIG. 9B shows the same side view, and FIG. 9C shows the same bottom view. Further, FIG. 10 is a perspective view of the joint portion 10 in which the joint damper 1 ′ is installed. In addition, the same code | symbol is attached | subjected and represented to the same thing as the joint damper 1 of FIG.
仕口ダンパ1’は、第一の高剛性部材2’及び減衰材4’を第二の高剛性部材3とほぼ同一の大きさにしたこと以外は、仕口ダンパ1と同じ構成を備えている。そして、仕口ダンパ1と同様、図10に示すように、第二の高剛性部材3を柱材11の側面11aに固定し、第一の高剛性部材2’を筋交い13の端部に固定する。 The joint damper 1 ′ has the same configuration as the joint damper 1 except that the first high-rigidity member 2 ′ and the damping material 4 ′ are approximately the same size as the second high-rigidity member 3. Yes. Then, as with the joint damper 1, as shown in FIG. 10, the second high-rigidity member 3 is fixed to the side surface 11a of the column member 11, and the first high-rigidity member 2 ′ is fixed to the end of the brace 13. To do.
なお、上記の実施例1及び実施例2においては、仕口ダンパ1又は1’を筋交い13の両端に設置している例を示したが、一方にのみ設けることも可能であるし、他方に従来の金具を設置して組み合わせて使用することも可能である。 In the above-described first and second embodiments, the example in which the joint damper 1 or 1 'is installed at both ends of the brace 13 is shown, but it is possible to provide only one or the other. It is also possible to install and use conventional metal fittings.
また、仕口ダンパ1及び1’は、柱材11と筋交い13があれば設置可能であるため、土台12や梁15を有さない構造(例えば、柱材11が地面に直接打ちつけられたような構造)にも適用できる。 Further, since the joint dampers 1 and 1 ′ can be installed if there is a brace 13 with the column member 11, a structure without the base 12 and the beam 15 (for example, the column member 11 seems to be directly hit against the ground. Can also be applied.
1 仕口ダンパ
1z 取付孔
2 第一の高剛性部材
2z 取付孔
3 第二の高剛性部材
3a 対向部
3b 側辺部
3y 取付孔
3z 貫通孔
4 減衰材
4z 貫通孔
5 木ねじ
10 仕口部
11 柱材
11a 側面(柱材)
12 土台
12a 上面(土台)
13 筋交い
14 基礎
15 梁
15a 下面(梁)
C1 隙間
F 木造フレーム
DESCRIPTION OF SYMBOLS 1 Joint damper 1z Attachment hole 2 1st highly rigid member 2z Attachment hole 3 2nd highly rigid member 3a Opposing part 3b Side part 3y Attachment hole 3z Through hole 4 Attenuating material 4z Through hole 5 Wood screw 10 Joint part 11 Column material 11a Side (column material)
12 Foundation 12a Upper surface (Base)
13 Bracing 14 Foundation 15 Beam 15a Bottom (beam)
C1 Clearance F Wooden frame
Claims (12)
前記筋交いに固定具により固定される第一の高剛性部材と、
粘弾性を有する減衰材と、
前記柱材の側面に固定具により固定される一つの側辺部と前記減衰材を介して前記第一の高剛性部材に対向する対向部を有する第二の高剛性部材とを備え、
これらが積層され一体に固着されている仕口ダンパ。 A joint damper used in a joint part of a wooden frame structure having a horizontal member, a pillar member and a brace,
A first high-rigidity member fixed to the braces by a fixture;
A damping material having viscoelasticity;
Comprising one side part fixed to a side surface of the column member by a fixture and a second high-rigidity member having a facing part facing the first high-rigidity member via the damping material;
A joint damper in which these are laminated and fixed together.
前記対向部の周縁と、前記第一の高剛性部材及び前記減衰材の周縁との間にクリアランスが形成されるように配置した請求項1に記載の仕口ダンパ。 The opposing portion is formed larger than the first high-rigidity member, and the opposing portion is fixed to the first high-rigidity member via the damping material;
The joint damper according to claim 1, wherein a clearance is formed between the periphery of the facing portion and the periphery of the first high-rigidity member and the damping material.
前記減衰材及び前記対向部に、貫通孔を前記取付孔に対応する位置に配し、
前記側辺部に複数の取付孔を設けた請求項1〜3のいずれか1に記載の仕口ダンパ。 The first high-rigidity member is provided with a plurality of mounting holes penetrating in the stacking direction,
In the damping material and the facing portion, a through hole is arranged at a position corresponding to the mounting hole,
The joint damper according to any one of claims 1 to 3, wherein a plurality of mounting holes are provided in the side portion.
前記筋交いの端部に第一の高剛性部材が固定され、
粘弾性を有する減衰材を介して前記第一の高剛性部材に対向する対向部とこの対向部に直交する一つの側辺部を有する第二の高剛性部材が、前記第一の高剛性部材と一体に固着され、
前記側辺部が前記柱材の側面のみに固定されている仕口部の構造。 In the joint part of the wooden frame structure that has horizontal members and pillars and braces,
A first high-rigidity member is fixed to the end of the brace,
A second high-rigidity member having a facing portion facing the first high-rigidity member via a damping material having viscoelasticity and one side portion orthogonal to the facing portion is the first high-rigidity member. Are fixed together with
The structure of the joint part by which the said side part is being fixed only to the side surface of the said column material.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP2011014062A JP2011174364A (en) | 2010-02-01 | 2011-01-26 | Joint damper and structure of joint section |
Applications Claiming Priority (3)
Application Number | Priority Date | Filing Date | Title |
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